ML20091D662
| ML20091D662 | |
| Person / Time | |
|---|---|
| Site: | Arkansas Nuclear  |
| Issue date: | 10/15/1991 |
| From: | Darrell Adams ENTERGY OPERATIONS, INC. |
| To: | |
| Shared Package | |
| ML20091D658 | List: |
| References | |
| 91-E-0094-01, 91-E-0094-01-R03, 91-E-94-1, 91-E-94-1-R3, NUDOCS 9110280157 | |
| Download: ML20091D662 (39) | |
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l TABLE OF CONTENTS Page Tabic of Contents 1 Purpose __
2 I
References gg Q Notes and Assumptions 3 Calculation 4 - 18 Conclusion 19 1
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PURPOSE:
To evaluate and perform shipping cask drop analysis for the concrete floor area above the ANO-1 Control Room, with and/or without hexagonal honeycomb, using the following data:
- Shipping cask diameter = 712 mm = 28"
. nipping cask weight = 17 Ton, use 35 kips
- maximum drop = 9" DESIGN APPROACH:
Rev. 2, an wTopical Report BC-TOP-9A,ic Energy Formulas Using analysis Bechtel willaperformed ntilizing Kinet to determine the true Kinetic Energy the slab may absorb.
Steps-in this analysis are:
- 1) Establish four different loading cases taken for this analysis,_page 3 to Page 4 ct ,
- 2) Determine the combined moment of inertia for the structure, page gf to page G ,
- 3) Calculate the maximum moment Mu capacity cf the slab for all four (4) cases, page g Ato page sb .
- 4) Calculate'the ultimate load (Pu) based on Mu for each of the four cases, page ? to page 6 ,
- 5) Calculate the deflection Su) based on Pu for each of the four cases, page 7 to page f ,
- 6) Calculate the ultimate shear capacity of the slab, Vmax. based on concrete / reinforcement strength, page 64 to page 6fA .
"1 ) Calculate _the maximumePs to cause Vmax. for each of the four (4) cases, page rs to pageyA
- 8) Calculate the deflection due Ps and compare deflections due to Pu and deau weight of slab, with for each of the four (4) cases. page le acto page @ O( .
- 3) Check bond stress at the face of concrete wall, page 4 b to page (b ,
- 10) Plot the deflection VR load curve to calculate the kinetic energy for each of the four (4) cases, page to page /0 C,
- 11) Cal ulation of maximum drop height of cask that the slab can take based on equivalency of strain energy to kinetic energy, page // to page ragt.
CALCULATION NUMBER dEhenMt o ons ARKANSAS
.4f)-6 -$G'ff/ - 0) i 3 /8df/I) N [lN NUCLEAR PAGE REY. DATE BY CIIK'D ONE ; NUMBER 2 or.lI__
DESIGN APPROACH: (cont.)
12). Calculation of the required energy absorption material required for l9" cask drop, page / g to page /3,
- 13) Calculation of the safety factors using the max, tion allowed height material drop for all without four any cases, energy page/4 to absorp/(,,
page
- 14) Calculation of the safety factors using 3" energy absorption material with 9" cask drop, page / 7 to page/8, REFT.RENCES:
1)' ACI 318-77
- 2) ACI 318-63 -
- 3) Topical Report BC-TOP-9A Rev. 2
- 4) Civil Calculation No. 88 Book 26, Pg. J23-J26 &
gA J70-J78
- 5) Civil Calculation No. 11406-130
- 6) Reinforced Concrete Design by Wang & Salmon, Third Ed
- 7) Drawing No. C-206' Rev. 16 s
- 8) Drawing No. C-212 Rev. 9
- 9) AISC Eighth Edition
- 10) Design _of Concrete Structures by Winter & Nilson
- 11) Calculation NO. 83-D-2200-11 Pg. 124 of 555
- 12) Specification 6600-C-302 1
I CALCULATION NUMBER
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NOTES AND ASSUMPTIONS
- 1) = 4850 psi 0 28 days (Pour No. 517)) (Ref. no. 11) f' f'c 517 (Ref. no. 11)-
f'c = 6230 psi 0 90 days (Pour No.c = 6230 X 1.1 = 6850 psi 0.4 ye ,
=
-Use F =f'28300 psi per mil. test report 6500 psi no.
(Ref. 0 4 5) years (Conservative y
- 2) This calculation Column Lines B,is toC,qualify the slabs betweenand the north face of the cask Pit which is located 3 feet north of Column Line D, and Column Lines 4 and 5. The span length between B and C is 27 feet. The span between C and the north face of !
the Cask Pit is 24 feet. Four cases were considered )
in this calculation:
Case # 1 : Span length = 24 feet and the cask drop-l location is at a distance equal to the effected depth i of the slabSpan from length the face of the wall.
= 27 feet and the cask drop I
l Case f 2 : i location is at a distance equal to the effected depth )
of the slab from the face of the wall.
Case # 3 : Span length = 24 i ,t and the cask drop location is at Mid Span.
case # 4 : Span length = 27 feet and the cask drop-location is at Hid Span.
l These four (4) loading cases will provide worst l condition stress in the slab for each load drop.
4 i
Y L
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I CASE # 1 & 2 l'-2" (Ref. Pg. 2)
X = h ( DIA. OF CASK) = \ (28") = 1.4" =
g-t = Slab Thickness = 3'-6" = 42" (Ref, #7& 8)
/
d = Effective Depth = t - 4" = 42" - 4" = 38" (Ref. #7 & 8)
Reinforcing Rebars:
This slab has Top and Bottom reinforcing rebars. To be conservative, -
ignore the Top rebars. Bottom rebars are 3 # 11 per foot.
(Ref. #7 & 8)
- 5 s',irrups 0 3 8 -10" in E-W (Ref. #7 & 8)
- 5 y,tirrups 0 2'-0" in N-S (Ref. #7 & 8) -
For this case, the critical location for moment and shear is 9 a distance d from the face of the wall and the load is located at a distance (d') from the center of the wall d' = X+d+\ wall thickness d'= 1'-2" + 3'-2" + 1'-6" = 5'-10" Used distance d' = 6'-0" from the center of the wall.
L = 24' for Case # 1 L = 27' for Case i 2 CALCULATION NUMBER
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CASE # 3 4 4 -
X = \ ( DIA. OF CASK) = (28") = 14" = 1'-2" (Ref. Pg. 2) l
= 42" (Ref. #7 & 8) t = Slab Thickness = 3'-6" -
-d - Effective Depth = t - 4"'= 42" - 4" = 38" (Ref. #7 & 8)
Reinforcing Rebars:
This slab has Top and Bottom reinforcing rebars. To be conservative, ignore the Top rebars. Bottom robars are 3 # 11 per foot.
(Ref. # 7 & 8)
- 5 stirrups 0 3'-10" in E-W (Ref. .# 7 & 8)
- 5 stirrups 0 l'-0" in N-S (Ref. #7 & 8)
For this case, the critical location for moment is O mid span and the critical location for shear is 0 a distance d from the face of the wall qr at a dis.tance (d') from the center of the wall.
'd' = a + \ wall thickness d'= 3'-2" + 1'-6" = 4'-8" (I:e f . # 1, Sec. 11.1.3.1)
L = 24' for Case # $
L = 27 ' for Case # $
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J/u ~i 3 310 0 (2)-f(q} ' 2 9 L N6: .1/5'00 0 k ir
/ .31 500 0 =,243.6 f22 FC# : --
._ { 7 6c9 p si WD'[/>JX3 lP .- 0 60 x #D'vg : /(r oo 9s " = .' 60 t \
/v)AX, SHEAP FOAc6 /1ND SAFEn/ PA&70A1 LJSE $3 & On f/c's tb i hax = /j (d&c,I')+ h bY)(+'T4&T %r) M l'hTV6Tl(Nd wp= 152. tG N '
L kusu. co bind cir en eweiry .- ggi, cc, (pn sh) L
'gstf57y FAc70R. = A VI U ,,f) r T5s'TT. -====
$ ent, CALCULATION NUMBER Oper oris
'3 tom /4I Th usi ARKANSAS Q)- E -00 44-0 )
O $/8/91 % M'eMM NUCI.. EAR PAGE l REY. DATE BY CHK'D ONE NUMBER /7 OF /I
s
.sa. _
4 cA lculeds' o 8 (_co n-) .)
- max. M aias er AN D SAFs7y f r1 c r o n .'
t% 2 D$09 p+. Mc5 89. ' mm t&&.:!.x)9x) q y e , & g n, c' > ,)395e'(1f f)
*4 s-M ga: //05,96 N Attc>w. 64Pa cely = 51.4 3. G W ' (F'a 9 d ne>~enl x'
F14 c 7 0il = 1 u s.i - 3,,p ; s A FET tl an,s . 9 e '~~ (C) 8 OiuD STREJ f , c1's p 7// 6 snr60 As on /9 eh (A=l gag ( hi . 9O
/ / / Y/h
' / V/yf /
\l :},l(16c. I5) Q v a 4 x s.66 x.xa.r/
. is - ), cx r. 44.>r 2.c x . ir v': /(s7613 A- lb' 7 (/1 - : . } ,5, c7 f 11
! 2x rrx14 u g.gg ,. truse l
,4 L l o u.) BDND S TSGS f : 5"9.2.% / J.1 (F G . Gibb L
~
i SbF6Ty Mc.rost : 1 C + .- ,y og 4:1,0
- $ en, CALCULATION NUMBER Op tons 3 !///0)q ) 7}$ \dR AllKANSAS
@ ) G00 0 ~ O )
i O '3)C)9) 70 Kf5h NUCEEAnt PAGE I REV.' DATE BY CilK'D ONE
}}
NUMBER _8 OF /7
. s3 l
CONCLUDION: Drop evaluation la pertormed in this calculation for all the four cases addrescud on page 3. Cano #1 in found to be the most critical caco for the 17 Ton cask drop.
- Drop evaluat ion nummarica for the 17 Ton handling cack (28" diamotor) at olevation 404 (0/or the U-1 Control Room) are listed below:
CO!3DITION-A - A drop evaluation for 2.5" travel height with no hexagonal honeycomb. CONDITION-B - A drop ovaluation for 9" travel height with 3" of hexagonal honeycomb. CONDITIO!1-A CONDITION-B Shear Capacity 691.36 kips 691.86 kipa
- = = 1.022 ; = 4.51 Shear Computed 677.0 kips 153.26 kips Moment Capacity 5328 kip-ft 5328 kip-ft >
= = 1.3 ; = 5.8 Moment Computed 4106.5 kip-ft 966.0 kip-ft Bond Stress Capacity 543.20 poi 543.20 pai
= = 2.94 ; = 12.06 Dond Streno Computed 184.7 psi 45.0 poi Development Length Provided (Ref. # 5) =
33 in.
,1.10 ;
33 in.
= 1.10 Development Length 30 in. 30 in.
Required (Ref. # 5)
- The maximum alli.wable travel for 17 Ton cask drop, 2'-4" Dia., witu no hexagonal honeycomb = 2.5".
- The minimum thickness of a 260 poi hexagonal honeycomb required for the 17 Ton cask drop of 9 inchen travel = 3".
- Spalling is designed not to occur because the analysin of the above casos that the slab stays in clastic range.
i dBboperat ,nio, ions cal.CULATION NUMilER _ N 6)) . (-00 4 0 - 0 J ARKANSAS S ///a/9/ 72) KW NUCLEAR PAGE jq jy REY. DATE ltY CilK'D ONE NUMllER .or
- - _ _ _ _ - _ _ _ _ _ __ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _____ - __ _ _____ ___}}